Loading...
Plans (38) . 44 s rkkt S----; D,-?7 ' 40'-0" ) co CO IC(' it/ci-5 1"77"1 8'-0" 18'-0" 14'-0" I I E / r-- 4:12 a '4 MUS26 Vt U t t } t i • cr.) : 4:12 o; CO m / I 6 I I I 6 I )' / i i • • 7 co) ' I ? c € I ? I I i0 '" Q • s m m i i I ! i I i i i i i i i i t 4:12 • ' HUS26 • • • . ..64124 (� 0 1, 6 . , 6:.121 E4 (3) us�6 \D2 (2) -'6:12 E3 ✓4:12 \ _ , �.1 . 12'-6" . - ,6.1 (2) 1 6:120 W f .. 1 1 I IL . I 14'-0" ' 7'-6" 19'-0" r i I 21'-0" I I 19'-0" 40'-0"II 7'-0" I 14'-0" 1 { ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 12/17/15 Ru SMECcONLYREFERT PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL 'z DRAWINGS FOR ALL FURTHER J-1848 STONE BRIDGE HOMES NW INFORMATION.BUILDING ,‘‘ DESIGNER/ENGINEER OF RECORDPa PLAN. DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS -. TO TRUSS CONNECTIONS.BUILDING 1 / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO COMPANY REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' ;4 All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. iR MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-1848 STONE BRIDGE HOMES NW ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1607217 thru K1607232 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PROpe R444. 89200PE OREGON �tr� •��? Y 14, `it° "" Atup December 18,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IEC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 204 KDDF !fib BTR LOAD DURATION INCREASE = 1.15 1-2=( R) 36 2-9=(-9 B) 69 3-9=(-228) 163 BC: 204 KDDF kl&BTR SPACED 29.0" O.C. WEBS: 2x4 NODE STAND 2-3=(-961 82 LOADING TO LATERAL SUPPORT <= 12"OC. UON. LL( 25,D)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRA REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 460V -30/ 90H 5.50" 0.79 KDDF ( 625) '✓ 0E P.HAN G'5: 12.0" 0.0" -35/ 300V 0/ OH 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) M-1.50.4 n equal .,i n -structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL on ertical members loon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ----"'- -- _ COND. 2: Design checked for net(-5 psfl uplift at 24 "o spacing. - For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" I -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.220" @ 3'- 10.5" Allowed = 0.449" MAX TC PANEL TL DEFL = -0.293" @ 3'- 10.7" Allowed = 0.674" MAX HORIZ. LL DEFL = 0.001" @ 7'- 4.3" 7-06 MAX HORIZ. TL DEFL = 0.001" @ 7'- 4.3" 12 4.00 G-- Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 ____)---1 _ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s1 are exposed to wind, Truss designed for wind loads in the plane of the truss only. ------------ i M-1.5x9 00T- Truss designed for 4x2 outlookers. 2x9 let-ins of the same size and grade as structural top i/ - I chord. Insure tight fit at each end of let-in. / rl� / o are Outlookers must be cut with c and are i - I permissible at inlet board areas only. N M-3x5 ---- / o g "" IM-3x4 M-1.5x3 1-00 7-06 A`L ``�J PR�y 6s `c. 89200PE fir'' JOB NAME : J-1848 STONE BRIDGE HOMES NW - Al Scale: 0.5932 WARNINGS GENERAL NOTES, unless th noted !Y• iTrus1.Builder and tshouldb advised f all General Notes otes Thisdesign based only p theparameters shown and is forindividual d dual -xi OREGON REGON ' 'e s: Al and Warnings beforeconstruction building p 1 Applicability f design parameters and properG+' A` \incorporationofcomponenl is the of the bottling tlesgoer. � •7 - A1 (2.2 4 p web bracing must binstalledwhereshown+ 2 Design assumes the lop and bottom chortle to be laterally braced at3.Adds l temporary bracing to Insure during construction 2 and a110 o c respect vey unless braced throughout their length by the responsibility of the erector.Adddional permanent bracing of is DATE: 12/17/2015 theoverall structure is the responsibility - continuousxImpsheath ngetchas lbptywg resheathng(TC)andlordrywall(9C). $� �. �t pons tyol the building designer. 3 2x Impact bridging or lateral bracing required where shown•• {; ><n SEQ. : K1607217 4.No bad should be applied to any component untilatter all bracing and 4.Installation of russ is the respons bit fy of the respective contractor. fasteners are complete and at no time should any loads greater nan s.Design assumes trusses are to be used a nonorrosroe environment TRANS ID: LINK design loads be applied to any component. and are for Uary condition"of use. m < 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing al all supports shown.Shim or wedge if EXPIRES: P'RE 1 /31/20 fabrication,handling,shipment and installation of components. necessary. 6.This design u furnished subject to the limitations set forth by 7.Design s assumes adequate drainage Page is grossed. December 1 8,2015 8.Plates shall be 51 loin center both faces of hues,and placed so their center TPIMRCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. Mi7ek USA,Inc./CompuTrus Software 7.6.75P2(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ES12-1311,ESR-1958(Mi7ek) This design prepared from computer input by JP LUMBER SPnECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 RODE 4116BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-98) 64 3-9=1-228) 163 BC: 204 RODE #118TH SPACED 24.0" D.C. 2-3=(-96) 92 WEBS: 2o4 MODE STAND LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)HDL( 7.01 ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -68/ 460V -30/ 90H 5.50" 0.74 SIDE ( 625) OV EP.HANC,U: 12.0" -35/ 300V 0/ OH 5.50" 0.98 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) " For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TC THE SPATIAL I�' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. FOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/190 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP REEL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.220" @ 3'- 10.5" Allowed = 0.499" MAX TC PANEL TL DEFL = -0.293" @ 3'- 10.7" Allowed = 0.679" 7-06 MAX HORIZ. LL DEFL = 0.001" @ 7'- 4.3" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 4.3" 4.00 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 _, Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i load duration factor=1.6, j" /,-..TO' End vertical(s) are exposed to wind, ..------- Truss designed for wind loads / in the plane of the truss only. i rn oo a joo j� .-a M t _ r. o M-3x4 M-1.5x3 • • 1-00 7-06 .4 PRO/ maSS c, NG• tN F�• 0 144. 89200PE sic, JOB NAME : J-1848 STONE BRIDGE HOMES NW A2 • Scale: 0.5932 WARNINGS: CZ.GENERAL NOTES, otherwisenoted: ^'i / OREGON E O fidBuilder and erectionb advised t ll GNotes fa design based only upontheparametersshownand findividualTruss: A2 and Warnings before construction building p t Applicability f design t and proper • incorporation f component theofthebiidingdesgner /.0 "(47' 2VV -2.2x4 p bb 'ng must be IIIdwhereshown+ 2 Design assumes the top and bottom chords t be laterally braced of 14,3.Addl I temporary b g t stability during construction • e' Ih p 'b'I ry /lh t Adtlg' I p ent bracing of 2 o c and at 10 e c respectively I braced throughout their kngth by /11 .1'? A DATE: 12/17/2015 the II structure is the responsibility of the b3dng desgner. 2x Impact ng nucha plywood hattiheresown drywaI9BG) Fl. IR IL. 0.No load should be applied to a 3 2x Impact br dg nt or lateral bracing required where shown++ Jam: y Y SEQ. : K1607218 pP any component until after all bracing and a.Installation of truss's the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. necessary.um 6.This design is furnished subject to the limitations set forth by 7.Design aaumel adequate on othifage la ruandd. 18,2015 e.Plates shall be located both faces of truss,and pkcee so their center TRIM/ICA in ANSI,copies of which will be furnished upon request. Ones coincide with joint center lines. MiTek USA,Inc./Com uTrue Software 1LE 7.6.7-SPI - 8.Digits indicate sue of plate in Inches. • P ( ) Ill.For bask connector plate design values see ESR-1311,6019-1866(MiTek) This design prepared from computer input by Jp LUMBEP. SPECIFICATIONS TRUSS SPAN 37'- 0.0" iCOND. 2: Design checked for net(-5 psf) uplift at 29 'oc spacing. TC: 2x4 KDDF N1SBTk LOAD DURATION INCREASE = 1.15 - BC: 204 KDDF 141SBTP SPACED 24.0" O,C. Design conforms to main windforce-resisting system and components and cladding criteria, TC LATERAL SUPPORT <= 12"OC. PON. LOADING BC LATERAL SUPPORT <= 12"00, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.9ft, TCDL=9.2,BCDL=6,0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 POP load duration factor=l.6, Unbalanced live _loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-305 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP min typical 36"oc (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'Gable end truss on continuous bearing wall NON. 1 19-102 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 18-06 18-06 ' M-42x8+ 12 - M-3x5(S) - a 4.00 r l _... % � M-3x5(5) j % I ' 11 III �1 ----SS:---- M-3x6+ .Y 1 '1 -- i11 1 : - M-3x6+ or= -- __._,,, _._,— .___ _. ��... _ o - M-385(S) _. . ,,J)..;.,0P R Op ess 18-06 -- ..-_ ---. - 18-06 � V ,N f�,,y : -6i 1-on 35-00 89200- mac' JOB NAME : J-1848 STONE BRIDGE HOMES NW — B1 '" _ _- - -- Scale) 0,2257 -S /'y. 9� , OREGON WARNINGS GENERAL NOTES, tri noted Truss: B1 1.Builder d lig contractor b advised of all General Notes 1 This d 9 based My uponU parameters h d' for -ntlNclual ,meq t" (�` and Warnings before construction commences building mp 1 Applicability f design parameters d prop 1/1 `7 T 14 f 2.V "' 2.204 p web bracing must be Installed where shown* p alio of component*the responsiblity of the binding designer. ;✓ �y "F {°T 3.Additional t p ry bracin9lo Insure stability during construction 2 Design assumes the top and bottom chortle to be laterally braced at r a I R t L " a is the of the erector.Atltlil goal permanent bracing of 2 g c and at 10 o c.respectively unless braced throughout their length by """ill UAT E: 12/18/2015 continuous sheathing such as plywood she he(TC)ander drywal(BC). the overall structure is the responsibility lity of the building ng des gner 3.20 Impact bridging or lateral bracing requiredd where shown a• SEQ. : K 1 6 0 7 2 1 9 4.No load should be applied to any component until after all bracing and 4.Instalatkn cl truss isles responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, condition"of use. EXPIRES: 12131/2015 TRANS I D: LINK dealgnlnatla bespoked*an and are for"dry y component. 6.Design assumes NII bearing at all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the sary.0 December 18,2015 fabrication,handling,shipment and installation of components. ].Design assumes adequate drainage is provided. 6.This design is furnished subject la the limitations set forth by B.Plates shag be located on both faces of truss,and placed so their center TPIMRCA in BCSI,copes of which coil be furnished upon request tees coincide with joint center lines. 9.Digits Indicate she of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For bask connector late design values see ESR-131I,ESR- : P g 1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 209 KDDF 616BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 36 2-10=(-573) 3018 2- 3=(-2981) 577 BC: 204 ODDF #160TR SPACED 24.0" O.C. 2- 3=( -483) 183 10-11=1-475) 2744 3-10=) -116) 168 WEBS: 204 000E STAND 3- 4=(-3140) 614 11-12=1-497) 2744 10- 4=) 0) 409 LOADING 9- 5=(-2302) 532 12- 8=1-592) 3018 4-11-) -778) 247 TO LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PS? 5- 6=(-2302) 525 11- 5=( -168) 1092 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3140) 618 11- 6=( -778) 247 TOTAL LOAD = 92.0 PSF 7- 8=) -983) 195 6-12=( 0) 409 OVERHANGS: 8- 9=( 0) 59 12- 7=( -116) 168 LL = 25 PSF Ground Snow (Pg) 7- 8=(-3106) 650 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 5.0" -233/ 1665V -97/ 948 5.50" 2.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 37'- 0.0" -254/ 1728V 0/ 0H 5.50" 2.76 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.219" @ 18'- 6.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.449" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ 38'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.080" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.132" @ 36'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 18-06 18-06 Wind: 190 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Ca t.2, Exp.B, MWFRS(Di r), 1 load duration factor-1.8, 5-11-15 6-04-01 6-02 6-02 6-02 6-02 Truss designed for wind loads ( ) : '( - f in the plane of the truss only. 12 4.00 r---- M-4x6 12 3,3 4.00 M-5x6(S) 5 4.0", M-5x6(S) 0.25" --- �� .� 0.25" 4 ,-_---J11---- 3.0" 6 14 M-4x4 3 8 M- x M 1 5x3 //' �\ M 1.5x3 11 __ - 12 ,80 M-5 x4 0.25" 8(S) ` M-3x4 M-5x6. r f� M-5x ` L} PR O `t- x. 9-03 _.. M 3' _ _.___._ 4S` t' hi. 4,9 9-03 9 03 ----- _ 9-03 -,...,03 � t� l - ....0/c,-.!,.... 1-00 37-00 1-06 89200PE �� JOB NAME : J-1848 STONE BRIDGE HOMES NW - B2 • CScale: 0.1632 ,,, -" 1 WARNINGS GENERAL NOTES, unless otherwisenoted: 1� tr Truss: B2 1.Builder arid tshouldb advised 1 ll Gl Notes Thisdesign based only upontheparametersand findividual OREGON 4r/ and Warnings before construction building mpo 1 Appf b'Ity f design parameters and properj� t,, 2.2x4 p bb g must be tiledwhereshown. c poralo of component k thep 'billy of the binding desgner. ^/ tRt, 14r ry� `= 3.Additionaltemporary bracing l u stabilityduring construlion 2 Design assumes the lop and bottom chords to be laterally braced at '77 A V _AA,. the f the 1 Additional permanent bracing of 2 o c and a110 o c respectively I braced throughout their length by DATE: 12/17/21215 li the overall structures the responsibility of the building desgner 2x Impcussheath'or such as plywoodsheathing(TC)heresown.drywalllBC). ' ��1�1 3 2x Impact n ng or lateral bracingrequired where shown i* Y S E K 16 0 7 2 2 0 4.No load should be applied to any component until alter all bracing and 4.Installation of truss's the responsibility of the res pective 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are be used In a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. I 5.CompuTrus has no control over and assumes no responsibility for the 6.Desi >gsaassumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2015 • Installs*.fabrication,handling,shipment and Installan of components. ace ry. 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate tondrainage face iots,provided. December 18,20 15 S.Plates shall be located on both faces of buss,and placed so their center TPIMRCA in BGS),copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CnrnpUTrus Software 7.6.75P2)f L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1800(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 36'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.0D TO: 204 KDDF NIABTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 9=(-599) 2993 2- 3=(-2970) 571 7- 8-(-2837) 516 BC: 2x4 NODE ABTk SPACED 24.0" O.C. 2- 3=( -481) 184 9-10=(-501) 2716 3- 9=( -119) 168 .. WEBS: 24 KDDF STAND 3- 4=(-3112) 613 10-11=)-488) 2686 9- 4-) 0) 405 LOADING 4- 5-(-2271) 525 11- 8=(-583) 2885 4-10-) -779) 246 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=)-2271) 533 10- 5=( -169) 1073 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=)-3050) 620 10- 6=( -743) 290 TOTAL LOAD = 42.0 PSF 7- 8-) -376) 194 6-11-) 0) 372 OVERHANGS: 12.0" 0.0" 11- 7=( -56) 156 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA `1 For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -233/ 16610 -88/ 95H 5.50" 2.66 KDDF ( 625) 36'- 9.0" -192/ 1543V 0/ ON 5.50" 2.47 BIDE ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CLOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.211" @ 18'- 6.0" Allowed - 1.792" MAX TL CREEP DEFL - -0.427" @ 18'- 6.0" Allowed = 2.389" MAX HORIZ. LL DEFL - 0.077" @ 36'- 3.5" MAX HORIZ. TL DEFL = 0.128" @ 36'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 18-06 _ __ 18-03 Truss designed for wind loads - 1 - -- -' __ -- in the plane of the truss only. 5-11-15 6-04-01 6-02 6-02 6-02 5-11 12 12 4.00 ' M-4x6 -I 4.00 4.0" M-5x6(5) 5 --+ M-5x6(0) 0.25 3 \ \ 6 0.25" 9 M 9x9 , / s �'cc, �M 9x9 M-1.5x3 = � / ,ice x3 o z 9 - _ - - __ 11 ++8 0 4M-5x6 M-3x4 0.25" M-3x4 M-5x8 c^i1 nth M-5x8(S) J {_ t,t t-rlO � 9-03 9-03 9-03 --- -- - -- 9-00 so , GIN ,/ 1-00 -- _ 36-09 J, jL ��jj ��yy,, PP33 'Y' 09200 E �r- JOB NAME : J-1848 STONE BRIDGE HOMES NW - B3 Scale: 0.173711 =+„ • WARNINGS _ -- GENERAL NOTES otherwise noted -- - --I 1.Builder M iton contractor should did'1 all General Notes tes I Thisdesign based only upontheparameters h and f individual J OREGON 7 RE 0� Zii �Truss: B3 and Wg before construction building p t Applicability Itl g parameters d prop , \ is ap tt component the /thebuilding de gera2 '77{" 2402.2x4 p b bracing binstalled h shown 2 Design assumesthetop d bottom chords I be laterallybraced al . l3Additional temporary b I g t stability d tg constructbn 2 o c and a110respectively 1 braced throughout their length by ]Ih responsibility f the1 Additional permanent bracing of continuous sheathing h plywood ad: drywa11(691 /6"R RI �D TE: 12/17/2015 theII structureis the responsibility of the buildingdesgner 3 2s Impact bridging lateral brat ng required whereshown• SEQ. : K1607221 d.No load should be spatted to any component unafter aPbbra ng and 4.Installation of truss is the responsibility of the respecfve contractor. fasteners are complete and al no time should any loads greater than 5.Design a es trusses are to be used in a non-corrosive environment, TRANS I D: LINK ciesign loads be applied to any component. and are tnary condition"of"ae. 5.CompuTrus has no control over and assumes no responsibility for e 6 nDecesn ass es full bearing at all supports shown.Shim or wedge it thEXPIRES. 12/31/2015 fabrication,handling,shipment and installation of components. naryum 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate on drainage Is pruss,andd. 18,2015 B.Plates shall be located both laces of truce, pkcad so their center TPI/WICA in BDSI,copies of which woe be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,(nc./CompuTrus Software 7.6.7-SP2(1L)-E to.For basic connector plate design values see ESR-I311,ESR-I988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3F'- 9.1" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 209 ROOF fll&BTR LOAD DURATION INCREASE = 1.15 BC: 204 NODE 61SBTP SPACED 24.0" O.C. Design conforms to main windfo rce-res is tiny system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. MON. LOADING BC LATERAL SUPPORT <= 12"0C. EON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=1.6, cans idered for this design. End vertical(s) are exposed to wind, LL = 25 FOE Ground snow (Pg) Truss designed forwind loads ,.. in the plane of the truss only. I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outlooker truss. tipper top chords require same material BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP as structural top chord. Connect with M-305 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. min typical 36"cc (uon). able end truss on continuousbearing wall UON. 1x2 or equal typical at stud verticals. efer to CompuTrus gable end detail for complete specifications. 18-06 18-03 1IM-'x4 _-- - -- ) 2 \ 9.00 M-3x5(5) ( �— M-3x5(S) 1 I I rt-3x6+ M-3x5(S) s .-4,,:, D RQAt 18-06 18-03 \ N � ,1 ... 1-00 36-09 --- --- ----- - 89200PE 8"° JOB NAME : J-1848 STONE BRIDGE HOMES NW B4 Scale: 0.229E WARNINGS GENERAL NOTES. I s otherwise noted: tai O 41 nTr1SN' ' i ' `1.Builder d erection advised 1 11 General Notes 1Th g based Ny upon parameters h df an individual � 47'l V t S: B4 and Warnings before constructon co building ponenApplicabilityy f design parameters and proper 14r -`.y)?, incorporation or components thep blry of the bulling designer. 2 204 p b bracing must be h shown v. 2 Design mea the lop and bottom chords 1 be laterally braced al3.Add tI Ip 'y bracing to insurestability during construction . ,- � is Ih p bI ty of the erectorAdtld' 1 p ahem bracing of 2 and l 10 o respectively I braced throughout their length by +."• continuous sheathing such as plywood sheathing(TC)and/or drywall BC. DATE: 12/18/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ ( ) '-' SEQ.: K 1 60 7 2 2 2 4.No load should be applied to any component unto after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are Nr"My ssaeesondamry anise. EXPIRES: 12/31/2015 5.CompuTrus has ea control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If shipmentcomponents. naceeaary. fabrication,handlinDecember 18,2015 g, and installation a/cum I.Design assumes adequate drainage isrovide. 6.This design is furnished subject la the limitations set forth by B.Plates shall be located on both faces of truss,and placed se their center TPVWTCA in SCSI,copies of which will be furnished upon request. lines coincide with join)center lines. MiTek USA,Inc./CompuTrus Software+7.6.6SP2(1L)-E 9.Digits indiconneate cer plateeinlnnhes. i1.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) J This design prepared from computer input by JP LUMBEft P. SPECIFICATIONS TRUSS SPAN 19'- 0.0" ICOND. 2: Design checked for nett(-5 psf) uplift at 29pa'in TC: 204 KDDF NIFBTR LOAD DURATION INCREASE = 1.15 - —'- -- - g BC: 204 KDDF 814BTR SPACED 29.0" 0.0. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. RON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-1D, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MINERS(Dir), TOTAL LOAD = 92.D PIF load duration factor=l.6, Unbalanced love loads have been Truss designed for wind loads considered for this design. LL = 25 POE Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2212 AND IRC 2012 NOT BEING MET. Note: Out looker truss. Upper top chords /squire same material as structural top chord. Connect with M-3x5 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP min typical 35"oc (tion). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'Gable end truss on continuous bearing wall UON. 7 M-102 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 7_00 7-00 M-4x8+ 2 I ' - -7- MM-3x6+ - \ - M-3x6+ 0 1 0 4 5 1-00 14-00 -_. _. (_c, 00 0- Ft P4^ N `G `� '9 C...0' Q89200PE 1-' JOB NAME : J-1848 STONE BRIDGE HOMES NW — Cl - ---- _ - ' ' Scale: 0.5356 "� WARNINGS GENERAL NOTES otherwisenoted OREGON 4 L+ ! ` '\1Budder d ton contractor should b advised f an General Notes t Th design baud only upontheparameters h d f n individual ClC1 and Warnings before construction commences. building comp enlApplicability f design p a eters andproPer �/ -})' 14 2-e' 4 incorporation of thep blily of building designer.2.24 p eb bracing must be tlldwhre shown x. 3.Odd I I p ry brat ng to ncu t bfty d a constructors 2 Design assumes the top and bottom chords to be laterally braced al + is the of the erector.Additional permanent bracing of 2 c.c and at 1 D o c.respectively a plywoody unless braced throughout their length). ` \,,.DATE: 12/18/2015 me overall structure s the responsibility - continuous sheathing such as sheathing(TC)and/or drywall(BC). pans ly of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 160 7 2 2 3 4.No load should be applied to any component until after ag bracing and 4.Installation of truss is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design aaaames tresses are lobe used in a non-corrosive environment and are for"dry condition" use. EXPIRES: 12/31/2015 TRANS ID: LINK design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the 5 oeclssa assumes full bearing at all supports shown.Shim or wedge it December 18,2015 fabrication,handling,shipment and installation of components. Design--, 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage a provided. B.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9Digits indicate size of plate et Inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1 L)-E . to.For basic connector plate design values see ESR-1311,ESR-1985(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 - TC: 204 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 50 2- 8=(-33) 495 2- 3=(-838) 205 BC: 2x1 KDDF k19BTR SPACED 29.0" O.C. 2- 3=1 -76) 196 9- 6=(-33) 995 8- 9=1 0) 320 WEBS: 25:9 KDDF STAND 3- 9=(-631) 195 5- 6=(-838) 205 LOADING 9- 5=(-631) 196 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=) -76) 196 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PDF 6- 7=( 0) 50 TOTAL LOAD = 92.0 PSF LETINS: 2-00-00 2-00-00 LL = 25 PSI' Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.1" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -109/ 702V -73/ 736 5.50" 1.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14'- 0.0" -109/ 702V 0/ OH 5.50" 1.12 NODE ( 625) M-1.5"9 or equal at on-structural BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP vertical members loon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/190 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 1.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.100" @ 12'- 3.6" Allowed = 0.654" MAX TL DEFL = 0.106" @ 12'- 3.6" Allowed = 0.872" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" 7-00 7-00 -- - --- - - ---- MAX HORIZ. LL DEFL = 0.005" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 13'- 6.5" 1-10 5-02 5-02 1-10 --__-_... -1 --__ - - _. --. - _.. _ - ----7 12 12 Design conforms to main windforce-resisting 'IM-9x9 6.00 6.00 system and components and cladding criteria. 4.0" q &_,), Wind: 140 mph, h=21.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - , - ; load duration factor=1.6, Truss designed for wind loads jl \ in the plane of the trues only. 1.1 �- -- . M-3i4 M-3x9 \5 co /� A. o m 1 \1 Cr a 6 4o �M-3x6 M-1.5x3 M-3x6 1. 7-00 7-00 ___------y f 1-00 19-00 1-oa �rP. �� �.4:; G6N �s`�'p 89200PE �� JOB NAME : J-1848 STONE BRIDGE HOMES NW - C2 . Scale: 0.3616 -.. --.. WARNINGS: -.. GENERAL NOTES unless th 1 d: -.. ---. 11 IP Cr Truss: C2 I.Builder and t contractor badvised dell GeneralNtes 1 Th'd 'g b tlonly p th p t s h d' 1individual - �7 OREGON 4" and Warns b f 1 t b ld'g p t Appl' b lily 1 tl g p 1 nd proper !{l y\ BS /(,. 2.24 p bb g Ibinstalled06 shown+ 2 Design P l f p t'IM p blty fthe buildingng designer. �'"9.) A.:7)'' (t 14 2,(V i\ �4. 3.Additionaltemporary bracing tstabilityduring construction u thetop db d chords1 be laterally braced at 1M1 responsibility f the 1 Additional p M bracing of 2 and 110respectively braced throughout their length by LSA.f E: 12/17/2015 �.. the overall structure-the f thebuilding des gner continuoussheathing h plywood h Ih'ng1and/or tlrywall(BC). �� �� 3 2a Impact b dg g lateral bracingrequiredwhere re shown.. SEQ. : K1607224 4.No load should beapplied toany componentuntil after anbracing and 4 installation of truss is the responsibility ofthe respective contractor. Fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, I a and are for"dry condition"of use. TRANS ID: LINK design loads be applied any component. 6 Design pp assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/ 0 5.L p T has ncontrol and responsibility for the 15 necessary fabrication,handling.shipment andinstallation of components. 7 Desip assumes adequate drainage isprovided. 6.This design furnished subject to the limitations 1 forth by B.Plates hall be located on both laces of truss end placed so their center December 18,2015 TPIIWICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sac of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 254 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2- 9=(-152) 10 2- 3=( -93) 252 BC: 254 KDDF #16BTR SPACED 29.0" O.C. 2- 3=1-245) 171 9-10=( -43) 127 3- 9=(-377) 230 WEBS: 214 ODOR STAND 3- 9=( -40) 492 10- 7=(-113) 511 9- 4=1-791) 120 LOADING 9- 5=(-498) 187 4-10=( -91) 457 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-622) 185 10- 5=(-272) 205 BC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD = 10.0 POE 6- 7=( -84) 205 6- 7=(-792) 254 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 50 LETINS: 0-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ SRI REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -71/ 230V -106/ 1060 89.50" 0.37 KDDF ( 625) 7'- 0.0" -112/ 1129V 0/ OH 89.50" 1.81 KDDF ( 625) M-1.5:4 or equal at non-structural BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 21'- 0.0" -113/ 633V 0/ OH 5.50" 1.01 KDDF ( 625) vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. uplift COND. 2: Design checked for net(-5 psf) uplat 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.025" @ 15'- 9.8" Allowed = 0.654" MAX TL CREEP DEFL = -0.049" @ 15'- 9.8" Allowed = 0.872" MAX LL DEFL = 0.002" @ 22'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 22'- 0.0" Allowed = 0.133" 10-06 10_06 MAX HORIZ. LL DEFL = 0.004" @ 20'- 6.5" -f- MAX HORIZ. TL DEFL = 0.005" @ 20'- 6.5" 5-03 5-03 5-03 3-05 1-10 1 ( r r Design conforms to main windforce-resisting 12 M-9x6 12 system and components and cladding criteria. 6.00 1 -- .)6.00 4,0" Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x54 ,--r M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=l.6, ��, Truss designed for wind loads in the plane of the truss only. M-1.5x4 - M-1.5x4 M-3x5 *� / M-3x5 �-� I M-1.5X3 M-2.5x9 or equal at non-structural diagonal inlets. M-3x4 / L A utlookers. 2x9 p , -� �C A Truss designed for 9x2let-ins A _ of the same size and grade as structural to w / chord. Insure tight fit at each end of let-in. M 1.5x3 ' outlookers must be cut with care and are ..--. I�� /// � \ M-3x4 permissible at inlet board areas only. M-5x6 f \\ v M-3x4 0.25" 7 -o M-3x6 14-00 7-00 ` .40 PRQF u.0 1-00 21-00 1-00 i t 19 14.i3" `t' =920OPE <` • JOB NAME : J-1848 STONE BRIDGE HOMES NW - D1 Scale: 0.2586 .,w#r _. _ UI1»4e. /'�... B 1. d W and erector contractor on co be advised o/11 General Notes 1 incorporationpofeomponelic c the responsibility ig parameters m t e bantlinrode rgoer. r/ WARNINGS: G. hRAeNOTES I otherwise noted, ! OREGON Truss: D 1 pod Warnings before construction c building designThis cobased only p theparameters h and 1 individual h jj 2.2 4 p web bracing mutt b installed who h 2 Design assumes the top and bottom chords to be laterally braced at r^ =1 3[�,1 /��1 t+s + 'v J.Additional temporary brei ng to ins stability d 'ng construction 2 oc and at 10 oc respectively unless brandthroughout theirlengthby -7 '''' • is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch dsheathing(TC) Nord ryt DATE: 12/17/2015 theoverall structures the responsibility f the bulling desgner. 3.20 Impact ats plywood an rywall(BC). PFi51..\- 4.No load should be applied to a pec bridging or lateral bracing required where shown++ {"' M SEQ. : K1607225 pP no component any loads greater 4.Design assuon res trussethes are to b used ty of in respective contractor. fasteners are complete and al no time should any leads greater than 5.Design a es trusses are to be used In a noncorrosive environment. nment. TRANS ID: LINK design loads be applied to any component. and are for"thy condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppose shown.Shim or wedge if fabrication,handling,shipment and Installation of components. ne°eaaary. EXPIRES; 32/3112015 7.Design assumes adequate drainage is provided. December 18,2015 6.This design is furnished subject to the imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIM?CA in BGSI,copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate in Inches. I MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.D0 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=)-179) 1030 2- 3=(-1471) 377 BC: 284 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3-) -83) 203 10-11=( -94) 745 4-10-) -184) 189 WEBS: 204 1<DDF STAND 3- 4=(-1239) 300 11- 8=)-209) 1030 10- 5=( -83) 383 LOADING 4- 5=(-1123) 303 5-11-( -83) 383 TC LATERAL SUPPORT <= 12"OC. TON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1123) 3D3 11- 6-) -184) 189 BC LATERAL SUPPORT <= 12"OC. DON. DL CN BOTTOM CHORD = 10.0 PSF 6- 7=(-1239) 300 7- 8-(-1471) 377 TOTAL LOAD = 42.0 PSF 7- 8=( -83) 203 LETINS: 2-00-02 2-00-00 8- 9=( 0) 50 LL = 25 PSF Ground Snow (Pg) OVERHANGS: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -148/ 996V -106/ 1060 5.50" 1.59 KDDF ( 625) 21'- 0.0" -148/ 996V 0/ OH 5.50" 1.59 KDDF ( 625) ;GOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LIG-L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.078" @ 7'- 0.0" Allowed = 1.204" MAX TL CREEP DEFL - -0.157" @ 7'- 0.0" Allowed = 1.339" MAX LL DEFL = 0.002" @ 22'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 22'- 0.0" Allowed = 0.133" 10-06 10-06 MAX HORIZ. LL DEFL = 0.014" @ 20'- 6.5" MAX HORIZ. TL DEFL = 0.024" @ 20'- 6.5" 1-10 3-05 5-03 5-03 3-05 1-10 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 L M-4x6 a 6.00 4.0" Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, S (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor 1.6, Truss designed for wind loads in the plane of the truss only. .1" 8 M-1.5x3 � \��� M-1.5x3 M-3x4 / / �� M-3x4 co ..,_,./ J M-3x6 M-3x4 0.25"11 M-3x6 Ihe M-5x6(2) 7-00 00 7-00 �R..D PRpptt. 619 - - - 1-00 21-00 1-00 ,c` 89200PE �1'" 40, JOB NAME : J-1848 STONE BRIDGE HOMES NW - D2 ` Scale: 0.2586 WARNINGS: GENERAL NOTES unlessonoted' OREGON 4j CC 1.Builder anderection contractor should be advised of all General Notes 1.Th design s based only upontheparameters shown and is for an-nd vtdual Truss: D2 and Warnings before construction commences building component.Applicability of design parameters and proper y�,,.. �T r'y(�k /, 2.S,4 p web bracing must be where shown p al'on of component s thresponsibility of the bolding designer, /0 1 4 t Fv �� 3.Adde I temporary bracng to insureiduring construction 2 Design assumes the top and bottom chords to be laterally braced at &- ..nn is the responsibility of the erector,Atld l' Ip permanent bracing o! 2o.c and at 10'oc respectively unless braced throughout their length by yy continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 8°' =R R`L WW++ DATE: 12/17/2015 the overall structures the responsibtbty of the building designer. 3 lir Impact bridging or lateral bracing required where shown.. I-1 1 SEQ. : K1607226 4.No load should be applied to any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design asres trusses are to be used in a non-corrosive environment. TRANS ID- LINK design loads be applied to any component, and are fa'dry conditionof use 5.CompuTrushas nocontrol over and assumesnoresponsbltyfor the 6,DesssassumeslullbeatngatallsupPodsshown.Slimorwedgeit EXPIRES. 12/31/2015 fabrication,handling,shipment and installation of components ry "�'I 6.This designfurnished cub ttothelmtalmnssetforthb ] Desnecign assumesadequatedrainageIstruss,ed. December 18r2015 Aa kc r e Plates incil be with Join on both faces of truss and placed so their center TPIIN/rCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center inches.9.Digitsrissicoten seeofplateinign values MiTek USA,Inc./CompGTfus Software 7.6.7-SP2(1 L)-E 18.For bass connector plate design values see ESR-1311,ESR-1888(MiTek) 1_-_- This design prepared from computer input by JP LUMBER SPECIFICATIONS 21-00-00 GIRDER SUPPORTING 36-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2,94 KDDF 1416BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-11948) 2669 1- 8=(-2230) 10068 2- 8=1 -208) 1092 BC: 2x8 KDDF SS 2- 3=(-12034) 2710 8- 9=(-2079) 9518 8- 3=) -719) 3292 WEBS: 2"9 EDGE' STAND; LOADING 3- 4=( -8804) 2016 9-10=(-2074) 9518 3- 9=(-2470) 598 2x4 EIDE' 141oBTR A LL = 25 PSF Ground Snow (Pg) 9- 5-) -8824) 2016 10- 7=(-2230) 10068 9- 4=(-1730) 7618 TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 21'- 0.0" V 5- 6=(-12034) 2710 9- 5=)-2470) 598 TO LATERAL SUPPORT <= 12"00. 005. BC UNIF LL( 939.4)+DL( 315.9)- 749.8 PLF 0'- 0.0" TO 21'- 0.0" V 6- 7=(-11998) 2669 5-10-) -714) 3292 BC LATERAL SUPPORT <= 12"Or. UON. 10- 6=( -208) 1092 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORS BRG REQUIRED BAG AREA • ( 2 1 complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Cl'- 0.0" -1906/ 8594V -94/ 99H 5.50" 13.67 01198' ( 625) nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 21'- 0.0" -1906/ 8599V 0/ OH 5.50" 13.67 KDDF ( 625) 9" oc in 1 row(s) throughout 204 top chords, ow(s) throughout 2x8 bottom chords, • . 9" or. in 1 row(s) throughout 209 webs. uplift "oc spacing. [COND. 2: Design checked for net(-5 psf) pl'ft at 29 pacing. ,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.133" @ 10'- 6.0" Allowed = 1.004" MAX TL CREEP DEFL = -0.269" @ 10'- 6.0" Allowed = 1.339" MAX HOAR. LL DEFL = 0.034" @ 20'- 6.5" MAX HORIZ. TL DEFL = 0.057" @ 20'- 6.5" 10-06 10-06 Design conforms to main windforce-resisting ----- r-- --- --- - -- --- - --- system and components and cladding criteria. 3-09-15 3-03-02 3-04-14 3-04-14 3-03-02 3-09-15 wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '.------ __ -- ---1- I I (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), 12 12 load duration factor=1.6, 6.00 �!'l M-6x6 6 00 Truss designed for wind loads in the plane of the truss only. 6.0" 9 r- M-4x6 3.69, M-4x6 \ 5 n5 M 1.5x3 � � � A 2 A \ M-1.5x3 M-6x19 ; M-8x14 \ n iMI mr 0 0 1'-- 8 9 J 10 T"' M-4x10 0.25" M-9x10 M-10x10(0) 5-06-07 4-11-09 _..---)- 4-11-09 - - 1 5-06-07 - , Rr' D f it Vp[ -) V 21-00 -._ - _.-__-------- -..------- r'i ':,X' 7 0, 89200PE � i N JOB NAME : J-1848 STONE BRIDGE HOMES NW - D3 Scale: 0.2866 WARNINGS: GENERAL NOTES otherwisenoted' OREGON �f�' 1,Builder d ton contractor should badvisedof all General Notes 1 This design based only p (h parameters h and is for individual r�/ k,.� Truss: D3 d W g before constructioncommences. building p I Applicability f design p and prop f, ! 1'y z,t+s 2,24 p web bracing must be installed here shown+ incorporation of component is responsibility of bull ngd sgner. ' +a FO �4 3.Additional temporary bracing to stability during construction 2 Design assumes the tap and bottom chords to be laterally braced at 7 -t A' 17 theis of the erector.Additional permanent bracing of 2 e c and at 10 0<respectively less braced throughout their length by I+.. /"t' continuous rdongsheathor such l plywoodre sheataired here s ani drywall(BC). }..,RR i�1 DATE: 12/17/2015 Ih overall structure is the responsibility of the building designer. 3 2w Impact brdgng or lateral bracing required where shown++ '+••(-'�R y * SEQ. : K1607227 a.No load should be applied to any component until after all bracng and 4 Installation of trussisthe responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, component. and are for'dry condition"of use, design loads be applied to any TRANS ID: LINK '., 6,Design assumes fug bearing at all supports shown.Shim or wedge if EXPIRES: 2J1/2015 5.CompuTrus has no control over and assumes no responsibility for the n scary. fabrication.handling,shipment and installation of components. 7.Deseign assumes adequate drainage is provided. . December 18,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIwrCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9,Digits Indicate size of plate In inches. MiTek USA,Inc/CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1811,ESR-1988(MITek) This design prepared from computer input by SF LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF k15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6-(-13) 255 6-3=(0) 164 BC: 204 EDIT 611BTR SPACED 29.0" O.C. 2-3=(-350) 71 6-4-(-13) 255 WEBS: 214 KDDF STAND 3-9=(-396) 72 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.D)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -67/ 990V -37/ 37H 5.50" 0.70 KDDF ( 625) 7'- 6.0" -62/ 418V 0/ 0H 3.50" 0.07 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Vertical members luon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP "oc COND. 2: Design checked for net(-5 psf) uplift at 24 spacing. ••• AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - -- -- -----. -- --____ VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0,002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 8'- 6.0" Allowed = 0.100" 3-09 3-09 MAX TL CREEP DEFL = -0.003" @ B'- E.0" Allowed = 0.133" -" -- -_-' - i MAX TC PANEL LL DEFL = -0.006" @ 5'- 5.7" Allowed = 0.228" MAX TC PANEL TL DEFL = 0.027" @ 5'- 9.3" Allowed - 0.392" 3-09 4-09 ( ____ __ _.___ _-_ _I. _ __- ___._. -__ _ _ __. .- MAX HORIZ. LL DEFL = 0.001" @ 7'- 2.5" 12 12 MAX HORIZ. TL DEFL = 0.002" @ 7'- 2.5" 6.00 ..' - .1 6.00 I M-4x4 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" M-3x5 3 M-3x5 Wind: 140 mph, h=15ft, .2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads \ 1 in the plane of the truss only. M-1.5x4 M-1.5x9 �. 1 designedoutlookers. 2x9 let-ins M-3x5 \\ M-3x5 ofuthe same szeoand xgrade as structural top chord. Insure tight fit at each end of let-in. ch 11------------ outlookers must be cut wrth care and are om permissible at inlet board areas only. 2 I I6' \ �o l 4. • I M-3x4 M-1.5x3 M-3x4 �� l__.___._ _..__ --.__. 1.._ --__ _.._ - __ J 3-09 3-09 1-00 7-06 1-00 ,ED PR SLS C =92C�OPE fir' JOB NAME : J-1848 STONE BRIDGE HOMES NW - E1 � ► Scale: 0.5358 WARNINGS GENERAL NOTES otherwise noted: C) • CC I.Builder d t contractor should be advised of allG al Notes 1 Th design based only p theparameters h nd- f individual A_ Truss: El )��- "�7 OREGON and Wa g beforeconstruction commences. building mp L Applicability of design parameters and prop 2.butcompression web bracing must be installed whereshown incorporation f component's the responsibility of the building designer. �+' y'}(� • 3.Additional temporary bracing 1o'nsure stability during construct on 2.Design ossa the top and bottom chords to be laterally braced al Q 4)"` 14 y" ie.+. is the responsibility of the erector.Additionalp nt bracing et 2 a.c.and at 18 respectively unless braced throughout their length by DATE: 12/17/2015 the overall structure-s the responsibilityf the b'M des continuous sheathing h plywood An d where own•tlrywall(SC). �� �y g designer. 3.2w Impact bridging t I bracing required where shown IR 1 4 • 4.No load should be applied to any component until after all bracing and 4 Installation of truss's the responsibility f the respective SEQ. : K1607228 fasteners are complete loads pons tye pecosNeenviron p y greater than 5.Design assumes trusses toe.used ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component, and are for"dry contlgion"o/use. 5.compuTrus has no control over antl assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if I handling shipment andinstallationIcomponents. e<eeaary EXPIRES: 12I31I2015 7.Design hallassumes adequate drainage kpruvs,an December 18,2015 6.Thisdesign is furnished subject to thelimitations t forth by B Plates shall be located on both faces of truss and placed so their center TPIANTCA in SCSI,copes of which will be furs shed upon request. lines coincide with joint center lines. S.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(4L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by SP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2r.4 ROOF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6= ( 0) EC: 204 KDDF 81,13TP SPACED 24.0" D.C. (-38) 195 4-5= 120 WEBS: 2x9 KDDF STAND 2-3=(-281) 81 6-5=(-38) 195 9-5=(-295) 107 3-4=(-238) 97 LOADING 4-5-(-295) 107 TC LATERAL SUPPORT <= 12"3C. DON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. YON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRA REQUIRED BRA AREA LET INS: 0-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIE5) LL = 25 PSF Ground Snow (Pg) 0'- 0,0" -70/ 427V -27/ 345 5.50" 0.68 KDDF ( 625) OVERHANGS: -34/ 292V 0/ OH 5.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. FOND. 2: De stun checked for net(-5 psf) uplift at 24 "oc spacing,i BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133" 3-09 3-02-08 MAX LL DEFL - 0.009" @ 5'- 2.8" Allowed = 0.302" - -- - -- ---- -- -' - MAX TL CREEP DEFL = 0.009" @ 5'- 2.8" Allowed = 0.403" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.003" 3-09 1-09-04 1-10-04 MAX TL CREEP DEFL = 0.000" 8 0'- 0,0" Allowed - 0.004" 12 12 MAX HORIZ. LL DEFL = 0.001" @ 6'- 6.0" 6.00 a 6.00 MAX HO RI Z. TL DEFL = 0.002" @ 6'- 6.0" Design conforms to main windforce-resisting system and components and cladding criteria. IM-4x4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 4 0„ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirt, 3 I__. load duration factor=l.6, ,,--3-I I, End vertical(s) are exposed to wind, _ Truss designed for wind loads /�i � in the plane of the truss only. M-3x4 4 N 1 III // / ,. r7 r o - oo O O 6 p--,L, O O ( � M-3x4 M-1,5x3 M-3x9 I I i 3-09 3-02-08 1 00 -- ---- 6 . .. ----- ---- - -11-08 � (>L5Vt1,0 � . jGGIN1 'S' `'i •9200P 9X'', JOB NAME : J-1848 STONE BRIDGE HOMES NW - E2 ;10,101.r. . Scale: 0,5394 ' " OREGON it. r,'G. WARNINGS GENERAL NOTES I to noted OREGON "L+ 1.Builder d erection contractor should b advised f all General Notes 1 Th design based only p theparameters M1 and f n-nd v'duaI 4q q (�, Truss: E2 and Warnings beforeconstruction co building p t Appb bIfty ftl g parameters and proper /6 A., U �4 2.204 compression web bracing must be installed where shown incorporation of component is the responsibility of the building designer. ;..1 14 s 3.Aadt II p rybrai ng to insu stability a during construction 2 Design assumes the top and bottom chords to be laterally braced al {( S Is the responsibility of the erector.Additional permanent bracing of 2 o c and a110'o c respectively plywoodly unless braced throughout their length by R.4 L� DATE: 12/18/2015 the overall structure is the respa ns b Iity of the building designer continuous sheathing such as mind ng(TC)and/or drywall(BC). 4.No load should be applied to any component until after all bracing3.Installation2Impactor bridgingfr or tlhte rel bracing required the whereileshown ct a SEQ. : K1607229pa<nand 4. sassumes trusses re to beuir nonereav<ameoamraaor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to used in a noncorrosNe environment. TRANS ID: LINK a<nignloatlnbeappkedroanycamponenI and are for"dry conddbn.'ofuse. 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the December 18,2015 fabrication,handling.shipment and installation of components. nese nary. 6.This design is furnished cubpct to the Imitations set forth by 7Design assumes adequate drainage is provided. . 8.Plates shall be located on both faces of truss,and placed so their center TPI/NBCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTfus Software-,7.6.6SP2(IL)-Z tO.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 19'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=(-263) 1014 3-7=1 -340) 242 BC: 204 KDDF #16BTR SPACED 24.0" O.C. 2-3=1-1219) 330 7-6=1-202) 865 7-4=( -72) 479 WEBS: 2,4 KDDF STAND: 3-4=( -884) 214 7-5=( -176) 187 206 KDDF #2 A LOADING 4-5=( -878) 230 5-6=1-1003) 234 LL( 25.0)0DL( 7.0) ON TOP CHORD = 32.0 PIE 5-6=( -105) 118 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE BC LATERAL SUPPORT 0= 12"00. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -109/ 918V -85/ 92H 5.50" 1.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 19'- 0.0" -95/ 798V 0/ OH 5.50" 1.28 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1.504 or equal at non-structural Vertical members 1000). BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (CORD. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" 0 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -I'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.028" 0 5'- 2.5" Allowed = 0.904" MAX EC PANEL TL DEFL = -0.081" @ 4'- 5.7" Allowed = 0.600" MAX HORIZ. LL DEFL = 0.014" @ 18'- 6.5" MAX HORIZ. TL DEFL = 0.022" @ 18'- 6.5" 10-00 9-00 Design conforms to main windforce-resisting 5-03-04 4-08-12 4-06 4-06 system and components and cladding criteria. 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.50 'I. ,M-4x4 \;6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads M-3x0 .-o M-3x5 in the plane of the truss only. M-2.6x9 equal at non-structural die M-1.5x9 � M-1.5x4 or 9 diagonal inlets. M-3x5 � �� �� �� M-3x5 Truss designed for 9x2 outloo kers. 2x9 let-ins M-1,5x3 V of the same size and grade a structural top j / M-3x9 chord. Insure tight fit at each end of let-in. M-3x5 j - Outlooks rs must be rut with care and are permissible at inlet board areas only. M-1.5x9 �� M-1.5x3 i \ n 0 0 o M-3x10 M-3x4 M-3x8 0 10-00 9 00Ep P R Q 1-00 .--_ _. .--- ---._ 19_00 _ eco' GINk- -I `'"t 89200PE v'` JOB NAME : J-1848 STONE BRIDGE HOMES NW - E3 Scale: 0.3112 'A0....,'e,i I WARNINGS: _ - GENERAL NOTES unless th t d- -- - OC' 1.Builder and t contractor should b advised f all General Notes 1 Th design based only p theparameters h d f individual 174. OREGON �� 44/ �Truss: E3 and Wng before c o building p I Applicability design parameters dp p ' 4 incorporation f component is theresponsibility of the building dgner. � "vi, V 14, .V `22compressionw bb g libinstalledwh e h 2 Design assumes he top and bottom chords to be laleralty braced at3.Additional temporary bracing to insurestability during construction 1'. • 2oc and of l0 o.c.respectively unless braced throughout(he rknglh byis a responsibility of the erecterAtldIp permanent bracing o continuoussheathing h plywood h Ihing( and/or drywall(B C). ` R A 'r+ DATE: 12/17/21)15 the overall structure'e the responsibility of the building designer. 3 2w Impact br Cg g It bracing grequiredwhere re shown.• SEQ. : K1607230 4.No load should be applied to any component until after allbracin9 and 4 Installation oftuss-s the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, I. and are for"dry condition'of use. TRANS ID: LINK design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if PIKE 12/31/ 01 5 5.G p T hasno control over and responsibility for theEXssary. fabrication,handling.shipment and installation t' fcomponents. 7 Design assumes adequate drainage is provided. December 18,2015 6.This design furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss and placed so their center 1 TPIIWICA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CornpuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see E5R-1311,ESR-19138(M,Tek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 19'- 0.0" IBC 2012 MAX MEMBER FORCES 914R/DDF/Cq=1.00 TC: 259 000F #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-263) 1012 3- 8=) -390) 242 RC: 259 KDDF 419070 SPACED 29.0" O.C. 2- 3=(-1217) 330 8- 7=1-190) 807 8- 9-) -65) 942 WEBS: 2x9 KDDF STAND; 3- 4=( -883) 219 8- 5-( -120) 172 256 000F #2 A LOADING 4- 5=( -861) 226 6- 7=(-1159) 300 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1000) 296 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -22) 71 BC LATERAL SUPPORT <= 12"OC. SON. TOTAL LOAD = 92.0 PSF LETINS: 0-00-00 2-00-00 LL = 25 PIF Ground Snow (Pg) BEARING MAX VERT MAX HORS BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -109/ 918V -85/ 92H 5.50" 1.47 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 0.0" -95/ 798V 0/ OH 5.50" 1.28 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP " For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. rp OND. 2: Design checked for net sf) uplift at 24 "oc spacing. 1. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.052" @ 14'- 6.8" Allowed = 0.909" MAX TL CREEP DEFL = -0.102" @ 19'- E.8" Allowed = 1.206" MAX BORIS. LL DEFL = 0.013" @ 18'- 6.5" MAX HORIZ. TL DEFL = 0.021" @ 18'- 6.5" 10-00 9-00 --_- ---- - _-1 ' Design-- ----- - - _- -- - g conforms to main windforce-resisting 5-03-09 9-08-12 9-06 2-08-06 1-09-10 system and components and cladding criteria. ) 12 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 'PM-4x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), \,6.00 load duration factor=l.6, 4,0" Truss designed for wind loads 9 in the plane of the truss only. ,,,,,,,,,,,,,,,/ / 1.1 M-1.5x3 I . M-1.5x3 M-3x9 ,� --- -- m A �m o V I 1111 o Ell0 o . 1 ,,.r_-1T. _ _ ___ __ _-__ -.___ _ ter+ of - B a. 7 0l i,M-3x9 M-3x8 M-3x10 10-00 -- ---- 9-00 -._--- -----i tt �o'D PRop4. (tt... 1-00 __ -_. .--- --- 19-00 ^`,`J V� , � Vf/ 0. V Y cw :9200PE �v JOB NAME : J-1848 STONE BRIDGE HOMES NW - E4 Scale: 0.2987 +1 WARNINGS GENERAL NOTES, unless th noted: 1.Builder d 1 contractor should beadvised f all General Notes 1 Thisdesign-based only upontheparameters h d' f individual .� .E. GON - Truss E9 and Wg before construction building p t Applicability f dg parameters d pP 74. P ton t component is the responsibility of the building tl 'goer. / w( / YA t 11332.2 a p bbracing tbinstalledwh h 2 Design assumes the tap and bottom chortle to be laterally braced al3.Additional temporabracing to insure stability d _gconstruction 2ec antl at 10 respectively unless b d throughout their length by 4444t"Is the responsibility of the erector.Additional permanent bracing of continuous sheathing h DN dcth ng(TC)antllor drywa11)00). yMLlrMATE: 12/17/2015 the overall structureisthe responsibility ofth building designer3 24 Impact bridging or lateral bg requiredwhere shown++ ' a.No load should be applied to any component until elle,all bracing and 4 Installation of buss's the responsibility SEQ. : K1607231Dnneon-corrosi contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to e.used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are to,dry condition"of use. ' 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabricallon,handling,shipment and installation of components. necessary, I.� p 6.This design is furnished subject to the Nmitatiens set forth by S.Design assumes adequate drainage is provided. Decern bei 1 8,2015 8.Plates shag be located on both faces of truss.and placed so their center TPIIVVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. i MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 204 KDDF #1/,BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 51 2-4=(-16) 20 3-4=(-62) 45 BC: 204 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-65) 33 WEBS: 204 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -95/ 391V -8/ 34H 5.50" 0.63 KDDF ( 625) OVERHANGS: 17.2" 0.0" 2'- 6.0" -17/ 65V 0/ OH 5.50" 0.14 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) FF For hanger specs. See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - REQUIREMENTS OF IBC 2012 AND INCIRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing._ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.011" @ -1'- 5.2" Allowed = 0.144" MAX TL CREEP DEFL = -0.0122" @ -1'- 5.2" Allowed = 0.192" MAX TC PANEL LL DEFL - 0.006" @ 1'- 2.7" Allowed - 0.096" 2-04-04 0-01-12 MAX TC PANEL TL DEFL - 0.007" @ 1'- 1.8" Allowed = 0.147" MAX HORIZ. LL DEFL = 0.000" @ 2'- 4.3" 12 MAX HORIZ. TL DEFL = 0.000" @ 2'- 4.3" 4.00 I- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. LF _----- / n 1 ui --- ' F7, o M TT > .+ 4 0 M-3x4 M-1.5x3 1-05-04 2-06 co ',‹ock 3 PRO %,,`-` G t N �C'q > `r' 89200PE c, JOB NAME : J-1848 STONE BRIDGE HOMES NW - F1 �""+ . Scale: 0.7146 ,�. -e " 12/17/2015 WARNGS GhkAeNOTES I h t tl t. anderection h Itlb tl- tlof all General 1.Thisdesign based upon p h d' findividual divMual � !. OREGON REGON14/ A4 Truss: Fl tlWarnings bconstruction building P 1 Applicability ftl g parameters d prope _ ,4+ { 0 � A p I n f componentsth responsibility or the building deiger.2.24wmpressonw bb g tbe'nsGiled where hincorporation r© A._L- 4 t1 2.Design ossa thetop and bottom chords to be laterally braced at3.Additional temporary bracing to insurestability during construction 2oc and at 10 respectively unless braced throughout their length by is responsibility of the erector,Additionalp nenbracing ocontinuous o out sheathing h plywoodsheathing(TC) tlrywall(BC).DAiE: the overall structure s theresponsibility of the building designer. 3. x Impact bridging lateral bracing required where shown• • aiiR Fi 4 L4ll6J5 , andt •SEQ. : K1607232 4.No load should be applied to any component until after all bracing and 4 Installation of truss's the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are M be used in a non-corrosive environment, TRANS ID: LINK Cesto roads be applied to any component. and are ro nary conditionoruse. S.CompuTrus has no control over and assumes no responsibility for the 6 Design assumes lull bearing st all supporta shown.Shim or dge if EXPIRES: 12/31/20 15 fabrication handling,shipment and installation of components. necessary 6.This design is furnished subject to the limitations tet/odh by 7.Design assumes adequate drainage is provided. December 1 8,201 5 I.Plates shall be located on both faces Onus,and placed so their center TPIM?CA in BCSI,copes of which will be furnished upon request. lines coincide with pint center lines. -E MiTek USA,Inc./CompuTrus Software 7.6.7-SP2 1L 9.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/4' Center plate on joint unless x,y p y offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury MI. Dimensions are in ft-in-sixteenths. Ink Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCS(. 0_f/ �� 2. Truss bracing must be designed by an engineer.For 76 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I O i16,liP,Aiih10c,_- ro, o bracingshouldbeconsidered.O 3. Never exceed the design loading shown and never Ustackmaterialsoninadequatelybracedtrusses.O4. Providecopiesofthistrussdesigntothebuildingr 4 x 2 orientation,locate c-a ct-z cs-s . designer,erection supervisor,property owner and ates 0 'na from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362,ESR-1397, ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that :0110PIndicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved 16.Do not cut or alter truss member or plate without prior approval of an engineer. IIMILI .1 111M1 11 401=14reaction section indicates joint 17.Install and load verticallyunless indicated otherwise. number where bearings occur. Min size shown is for crushing only. NMMIN mi r 18.Use ofreen or treated lumber may y pose unacceptable �� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. M 1 it re kg is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with . Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013